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<br /> C. THE EN�INEER MAY SUSPEND THE WORK IF THE CONTRACTOR 5. ENABLE THE TENDON TO ELONGATE DURING TESTING AND STRESSING; B. UNLESS SHOWN OTHERWIS� ON THE PI.ANS, THE MINIMUM ANCHOR PERPENDICULAR TO THE PLANE OF THE STRUCTURE UNLESS SHOWN 2. A HYDRAULIC JACK AND PUMP SHALL BE USED TO APPLY THE TEST LOAD, , �
<br /> SUBSTITUTES tJON-APPROVED PERSONNEL FOR APPROVED P�RSONNEL. 1'HE AND BOND LENGTH SHALL BE 10 FEET IN ROCK ANR 10 FEET IN SOIL. THE MINIMUM OTHERWISE ON THE PLANS OR APPROVED WORKING DRAWINGS (ZERO SPLAY). THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN I�IDEPENDENT '
<br /> CONTRACTOR SHAL.L BE FULLY LIABLE FOR ADDITIQNAL COSTS RESULTING 6. ALLOW THE TENDON TO REMAIN UNBONDED AFTER LOCK-OFF. UNBONDED LENGTM SHALL BE AS (NDICATED QN THE PLANS. THE GROUND ANCHORS SHALL NOT EXTEND BEYOND THE RIGHT-OF-WAY OR TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE �
<br /> FROM THE SUSPENSION OF WORK AND NO ADJUSTMENTS IN THE CONTRA�T EASEM�NT LIMITS SHOWN ON THE PLANS. GRADUATED IN 1q0 PSI INCREMENTS OR LESS. THE PRESSURE GAUGE WILL BE
<br /> TIME RESULTING FROM THE WORK SUS.PENSION SHALL BE ALLOWED. 1.5.7 CEMENT C. WHEN THE PLANS REQUIR� GROUT PROTECTED GROUND ANCHOR USED TO MEASURE THE APPI�IED LOAD. THE RAM TRAVEL OF TH� JACK SHALL
<br /> A. TYPE i, II, OR III CEMENT CONFORMING TO THE REQUIREMENTS OF TENDONS THE FOLLOWING APPLY; B. WHEN CAVING CONDITIONS ARE ENCOUNTERED, NO FURTH�R DRILLING NOT BE LESS THAN THE THEQRETICAL ELASTIC ELONGATION OF THE TOTAL '
<br /> 1.4 SUBMITTALS AASHTO M85. 1. CORROSION PROTECTION OF THE TENDON BOND LENGTH SHALL BE WILL BE.ALLOWED UNTIL THE CONTRACTOR SELECTS A METHOD TQ PREVENT ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS ONE INCH. THE JACK �
<br /> PROVIDED BY THE CEMENT GROUT COVER. GROUND MOVEMENT. THE CONTRACTOR MAY USE A TEMPORARY CASING. SHAL�. BE INDEP�NDENTLY SUPPORTED AND CENTERED OVER THE TENDON
<br /> A. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO THE ENGINEER FOR 2. SPACERS SHALL BE USED ALONG THE TENDON BOND LENGTH QF THE CONTRACTOR'$ METHOD TO PREVENT GROUND MOVEMENT SHALL BE SO THAT THE TENDON DOES NOT CARRY THE WEIGHT OF THE JACK. z�
<br /> 1.5.8 CENTRALIZERS APPROVED BY THE ENGINEER. THE CASINGS FOR THE ANCHOR DRILL HOLES,
<br /> REVIEW AND APPROVAL WQRKING DRAWINGS AND A DESIGN SUBMISSION MULTI-ELEMENT TENDONS TO SEPARATE EACH OF THE INDIVIDUAL ELEMENTS �.. �
<br /> A. CENTRALIZERS SHALL BE FABRICATED FROM PLASTIG, STEEI, OR IF USED, SHALL BE REMOVED. 1.7.3 VERIFICATION TESTS a
<br /> DESCRIBING THE GROUND P,NCHOR SYSTEM OR SYSTEMS INTENDED FOR USE. OF THE TENDON SO THE PRESTRESSING STE�L WILL BOND TO THE GROUT,
<br /> THE WORKING pRAWINGS AND DESIGN SUBMISSION SHALL BE SUBMITTED AS �ATERIAL WHICH IS NOT DETRIMENTAL TO THE PRESTRESSING STEEL. V1/OOD SPACERS SHALL BE POSITIONED SO THEIR CENTER-TO-C�NTER SPACING DOES A. VERIFICATION TESTS SHALL BE PERFORMED TO VERIFY TME U
<br /> SHALL NOT BE USED, THE CENTRALIZER SHALL BE ABLE TO SUPPORT TME
<br /> AT LEAST ONE WEEK PRIOR TO START OF GROUND ANCHOR INSTALLATtON,. NOT EXCEED 10 FEET. IN ADDITION, THE UPP�R SPACER SHALL BE LOCATED A 1.6.3.2 TENDON iNSERTION CONTRACTOR'S qESIGN OF THE ANCHOR SYSTEM AND SHALL BE APPROVED �
<br /> THE GROUND ANCHOR INSTALLATION SHALL NOT BEGIN UNTIL THE TENDON IN THE DRILLHOLE AND POSITION THE TENDON SO A MINIMUM QF 0.5 wo _
<br /> INCHES OF COVER IS PROVIDED ANQ SHALL PERMIT GROUT TO FREELY FLOW MAXIMUM OF 5 FEET FROM THE TOP OF THE TENDON BOND LENGTH AND THE A. THE TENDON SHALL BE INSERTED INTO THE DRI�LHOLE TO THE DESIRED BY THE ENGINEER PRIOR TO ORDERING ANCHOR MATERIAL. TWO SUCCESSFUL .
<br /> SUBMITTALS HAVE BEEN APPROVED BY THE ENGINEER. THE WORKING UP THE DRILLHOLE. LOWER SPACER SHALL BE LOCATED A MAXIMUM OF 5 FEET FROM THE DEPTH WITHOUT DIFFICULTY. WHEN THE T�NDON CANNOT BE COMPLETELY VERIFICATION TESTS SHALL BE CONDUCTED IN EACH SOIL UNIT
<br /> DRAWINGS AND DESIGN SUBMISSION SHALL INCLUDE THE FOLLOWING: BOTTOM OF THE TENDON BOND LENGTH. INSERTED, THE CONTRACTOR SHALL REMOVE THE TENDON FROM THE ENCOUNTERED. THE LOCATIONS SHALL BE CLOSE TO THE LOCATION OF THE '
<br /> 3. CENTRALIZERS SHALL BE USED TO INSURE A MINIMUM OF 0.5 INCHES OF DRILLHOLE AND CLEAN OR REDRILL THE HOLE TO PERMIT INSERTION. PRODUCTION ANCHORS, SHALL BE SELECTED BY THE CONTRACTOR, AND
<br /> 1. GROUND ANCHOR SCHEDULE GIVING: 1.5.9 CORROSION INHIBITING GREASE GROUT COVER OVER THE TENDON BOND LENGTH. CENTRALIZERS SHALL BE PARTIALLY INSERTED TENDONS SHALL NOT BE DRIVEN OR FORCED INTO THE APPROVED BY THE ENGINEER.
<br /> a. GROUND ANCHOR NUMBER. A. WHEN THE PLANS REQUIRE, THE CORROSION INHIBITI,NG GREASE.SHALL pOSITIONED SO THEIR CENTER-TO-CENTER SPACING DOES NOT EXCEED 10 HOLE. W �
<br /> CONFORM TO THE REQUIREMENTS QF SECTION 3.2.5 OF THE POST FEET. IN ADDITfON, THE UPPERMOST CENTRALIZER SHALL BE LOCATED A B. ALL ASPECTS OF THE TEST ANCHOR INSTALLATION METHOD AND �
<br /> b. GROUND ANCHOR DESIGN LOAD, TENSIONING INSTITUTE, ''SPECIFICATION FOR UNBONDED SINGLE STRAN;D o I-
<br /> MAXIMUM OF 10/o OF THE TOTAL LENGTH QR 5 FEET, WHICHEVER IS LESS MATERtALS, INCLUDING THE DRILLING METHOD ANCHOR DIAMETER,
<br /> c. TYPE AND SIZE OF TENDON. TENDONS". � 1.6.3.3 GROUTING � �
<br /> FROM THE WALL FACE AND THE LOWEST CENTRALIZER SHALL BE LOCATED A THE CONTRACTOR SHALL USE A NEAT-CEMENT OR A SAND-CEMENT GROUT. GROUTING METHOD, AND DEPTH OF ANCHORAGE, SHALL BE 1DENTICAL TO W
<br /> d. MINIMUM TOTAL ANCHOR LENGTH. MAXIMUM OF 1 FOOT FROM THE BOTTOM OF THE TENDON BONDED LENGTH. THAT USED FOR THE PRODUCTION ANCHORS. a �
<br /> e. MINIMUM BOND LENGTH. 1.5.10 HEAT SHRINKABLE TUBES THE CEMENT SHALL, NOT CONTAIN LUMPS OR OTHER INDICATIONS OF
<br /> HYDRATION. ADMIXTURES, IF USED, SHALL BE MIXED IN ACCORDANCE WITH
<br /> f. MINIMUM UNBONDED LENGTH. A. HEAT SHRINKABLE TUBES SHALL BE FABRICATED FRQM A RADIATION D. WHEN THE PLANS REQUIRE THE TENDON BOND LENGTN TO BE THE MANUFACTURER'S RECOMMENDATIONS. C. THE TEST ANCHOR SHALL BE �OADED TO 200% OF THE DESIGN LOAD m N
<br /> g. MINIMUM TENDON BOND LENGTH. CROSSLINK�D POLYOLEFfN TUBE INTERNALLY COATED WITH AN ADHESIVE ENCAPSULATED THE FOLLOWING APPLY: {D L). T H E J A C K S H A L L B E P O S I T I O N E D A T T H E B E G I N N I N G O F T H E T E S T S U C H �
<br /> h. MINIMUM 7ENDON UNBONDED LENGTH. SEALANT. BEFORE SHRINKING, THE TUBE SHALL HAVE A NOMINAL WALL 1. THE TENDON BOND LENGTH PORTION OF THE TENDON SHALL BE TMAT UNLOAQING AND REP O SI T I O N I N G O F T H E J A C K D U R I N G T H E T E S T W I L L w a-' �
<br /> THICKNESS OF 24 MI�S. THE ADHESIVE SEALANT INSIDE TH� TUBE SHALL HAVE B. T H E G R O U T E Q U I P M ENT SHALL PRODUCE A GROUT FREE OF LUMPS � ,
<br /> 2, DRAWING OF THE GROUND ANCHOR TENDON AND THE CORROSION CORROSION PROTECTED BY ENCAPSULATING THE TENDON IN A GROUT-FILLED NOT BE REQUIRED. ¢ N
<br /> PROTECTION SYSTEM INCLUDE DETAfLS OF THE FQLLOWING: A NOMINAL THICKNESS OF 20 MILS. CORRUGATED PLASTIC OR DEFORMED STEEL TUBE, OR BY A FUSION-BONDED A N D U N D t S P E R S E D C E M E N T. A P O S I T I V E D I S P L A C E M E N T G R C}U T P UMP SHALL o � • .
<br /> BE USED. THE PUMP SHALL BE EQUIPPED WITH A PRESSURE GAUGE TO
<br /> a. SPACERS AND THEIR LOCATIONS. EPDXY COATING. THE ANCHORAGE DEVICE AND BEARING PLATE OF TENDONS MONITOR GROUT PRESSURES AND A STROKE COUNTER. THE PRESSURE D. THE VERIFICATION TESTS SHALL BE MADE BY INCREMENTALLY LOADING >
<br /> b, CENTRALIZERS AND THEIR LOCATION. 1.5.11 GROUT PRQT�CTED WITH FUSION-80NDED EPDXY SHALL BE ELECTRICALLY ISOLATED w o
<br /> GAUGE SHALL BE CAPABLE OF MEASURING PRESSURES OF AT LEAST 150 THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: � �
<br /> A. THE GROUT SHALL BE A NEAT OR SAND/CEMENT MIXTURE WITH A FROM THE STRUCTURE. EXPANSIVE ADMIXTURES CAN BE MIXED WITH THE
<br /> c. TENDON UNBONDED LENGTH CORROSION PROTECTION SYSTEM (IF PSI OR TWICE THE ACTUAL GROUT PRESSURES USED BY THE CONTRACTOR, �
<br /> REQUIRED BY THE PL.ANS). MINIMUM 3-DAY COMPRESSIVE STRENGTH OF 1,500 PSI AND A MINIMUM 28-DAY ENCAPSULATION GROUT IF THE TENDON IS GROUTED INSIDE THE WHICHEVER IS GREATER. THE GROUTING EQUIPMENT SHALL BE SIZED TO LOAD HOLD TIME LOAD HOLD TIME
<br /> COMPRESSIVE STRENGTH OF 3,000 PSI PER ASTM C109. ENCAPSULATION PRIOR TO INSERTING IT IN THE DRILLHOLE. THE TENDON Z
<br /> d. TEND�N BOND LENGTH CORROSION PROTEGTION SYSTEM IF REQUIRED ENABLE THE GROUT TO BE PUMPED IN ONE CONTINUOUS OPERATION. THE
<br /> � SHALL BE CENTRAL�IZED WITHIN THE TENDON BOND LENGTH ENCAPSULATION MIXER SHALL BE CAPABLE OF CONTINUQUSLY AGITATING THE GROUT. AL 1 MINUTE 1.75DTL UNTIL STABLE '.-. O
<br /> BY THE PLANS). WITH A MINIMUM OF 0.10 INCHES OF GROUT COVER. SPACERS SHALL BE USED 0.25DTL 10 MINUTES 1.50DTL UNTIL STABLE �
<br /> 1.5.12 PRESTRESSING STEEL C,7
<br /> e. ANCHORAGE AND TRUMPET. ALONG THE TENDON BOND LENGTH OF MULTI-ELEMENT TENDONS TO 0.50DTL 10 MINUTES 1.25DTL UNTIL STABLE z
<br /> f. ANCHORAGE CORROSION PROTECTtON SYSTEM (IF REQUIRED BY TME A. GROUND ANCHOR TENDONS SHALL CONSIST OF ONE OF THE C. THE GROUT SHALL BE INJECTED FROM THE LOWEST POINT OF THE 0.75DTL 10 MINUTES 1.00DTL UNTIL STABLE
<br /> FOLLOWING: SEPARATE THE ELEMENTS OF THE TENDON SO THE PRESTRESSING STEEL W =
<br /> PLANS). WILL BOND TO THE ENCAPSULATION GROUT. DRILLHQLE. THE GROUT MAY BE PUMPED THROUGH GROUT TUBES, CASING, V3
<br /> h. ANCHORS USING NON-RESTRESSABLE ANCHORAGE DEVICES. 1. BAR TENDONS WITH AN ULTIMATE TENSILE STRENGTH OF 150 KSI OR DRILL RODS. THE GROUT CAN BE PLACED BEFORE OR AFTER INSERTION 1.00DTL 10 MINUTES 0.75DTL UNTIL STABLE � Q _
<br /> CONFORMING TO ASTMA722. 2• CENTRALIZERS SHALL PERMIT FREE GROUT FLOW AND PROVIDE A OF THE TENDON. THE QUANTITY OF THE GROUT AND THE GROUT PRESSURES 1.25DTL 10 MINUTES 0.50DTL UNTIL STABLE � '
<br /> 3. SHOP PLANS FOR ALL STRUCTURAL STEEL. MINIMUM OF 0.5 INCHES OF GROUT COVER OVER THE TENDON BOND LENGTH W �
<br /> 2. SEVEN-WIRE LOW-RELAXATION STRANDS WITH AN ULTIMATE TENSILE SHALL QE RECORDED. THE GROUT PRESSURES AND GROUT TAKES SHALL 1.50DTL 60 MINUTES 0.25DTL UNTIL STABLE [ ,
<br /> 4. CERTIFIED MILL TEST RESULTS AND TYPICAL STRESS-STRAIN CURVES STRENGTH QF 270 KSI CONFORMING TO ASTM A416. ENCAPSULATION. CENTRALIZERS SHALL BE SECURELY ATTACHED TO THE BE CONTROLLED TO PREVENT EXCESSIVE HEAVE IN SOILS OR FRACTURING OF 1.75DTL 10 MINUTES AL UNTIL STABLE C� v �
<br /> FOR THE PRESTRESSING STEEL. THE TYPICAL STRESS-STRAIN CURVE SHALL ENCAPSULATION AND THE CENTER-TO-CENTER SPACWG SHALL NOT EXCEED ROCK FORMATIONS, �
<br /> BE OBTAINED BY APPROVED STANDARD PRACTICES. THE GUARANTEED 10 FEET. THE UPPER CENTRALIZER SHALL BE LOCATED A MAXIMUM OF 5 FEET 2.00DTL 10 MINUTES
<br /> � � �
<br /> ULTIMATE STRENGTH, YIELD STRENGTH, E�ONGATION, AND COMPOSITION B. BAR TENDON COUPLERS, IF REQUIRED, SHALL BE FURNISHED BY THE FROM THE TOP �F THE TENDON BOND LENGTH AND THE LOWER CENTRALIZER O r
<br /> SHALL BE SPECIFIED. MANUFACTURER OF THE BARS AND SHALL DEVELOP THE ULTIMATE TENSILE SHALL BE LOCATED A MAXIMUM OF 1 FOOT FROM THE BOTTOM OF THE D. SECONDARY PRESSURE GROUTING SHALL BE PERFORMED AS NEEDED E. THE ALIGNMENT LOAD (AL) SHOULQ BE THE MINIMUM LOA4 REQUIRED u�., 7
<br /> 5. GROUT MIX DESIGN AND THE PROCEDURES FOR GROUT PLACEMENT, STRENGTH OF THE BARS WITHOUT EVIDENCE OF ANY FAILURE. COUPLERS TENDON BOND LENGTH. TO MEET LOADING REQUIREMENTS. TO ALIGN THE TESTING APPARATUS AND SHOUL.D NOT EXCEED 0,05DL. DIAL N W L
<br /> 6. DETAILED PLANS FOR THE PROPOSED GROUND ANCHOR TESTING SHALL BE PLACED IN THE BOND ZONE. STRAND COUPLERS WILL NOT BE GAUGES SHOULD BE SET AT"ZERO"AFTER THE ALIGNMENT LOAD HAS BEEN �� �y W
<br /> METHOD, THIS SHALL INCLUDE ALL NEC�SSARY DRAWINGS AND DETAILS TO ALLOW�D. E. THE TOTAL.ANCHOR LENGTH SHALL NOT BE LESS THAN THAT INDICATED E. Np GROUT SHALL BE PLACED ABOVE THE TOP OF THE BONDED LENGTH APPLIED. Cf� LL W �
<br /> CLEARLY DESCRIBE THE PROPOSED METHOD. IN THE PLANS OR THE APPROVED WORKING DRAWINGS. DURING THE TIME THE ANCHOR LENGTH GROUT IS PLACED. TNE GROUT AT F. A CREEP TEST SHALL BE PERFORMED AT THE 1.50DL Z � �'�/
<br /> THE TOP OF THE DRILLHOLE SHALI. NOT CONTACT THE BACK OF THE INCREMENT. ANCHOR MOVEMENT DURING THE CREEP TEST SHAI.L BE Q �'�-
<br /> 7. CALIBRATION DATA FOR EACH TEST JACK, PRESSURE GAUGE AND 1.5.13 SHEATH STRUCTURE OR THE BOTTOM OF THE TRUMPET. ONLY NONSTRUCTURAL � �
<br /> A. IF REQUIRED BY THE PLANS, A SHEATH SHALL BE USED AS PART OF THE F. NON-RESTRESSABLE ANCHORAGE DEVICES CAN BE USED EXCEPT MEASURED AND RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 50, AND 60 MINUTES OF
<br /> REFERENCE PRESSURE GAUGE TO BE USED. THE CALIBRATION TESTS SHALL FILLER CAN BE PLACED ABOVE THE BOND LENGTH GROUT PRIOR TO TESTING ELAPSED TIME FROM WHEN THE INCREMENT IS APPLIED. IF AN ANCHOR FAILS �
<br /> HAVE BEEN PERFORMED BY AN INDEPENDENT TESTING LABORATORY AND CORROSION PROTECTION SYSTEM FOR THE UNBONDED LENGTH PORTION OF WHERE INDICATED IN THE PLANS. RESTRESSABLE ANCHORAGES SHALL BE AND ACCEPTANCE pF THE ANCHOR, UNLESS APPROVED OTHERWISE BY THE IN CREEP, RETESTING WILL NOT BE ALLOWED. Q w �
<br /> TESTS SHALL HAVE BEEN PERFORMED WITHIN 60 CALENDAR DAYS OF THE THE TENDON. THE SHEATH SHALL BE FABRICATED FROM OIVE OF THE PRQVIDED ON THOSE GROUND ANCHORS THAT REQUIRE RELOADING. THE
<br /> DATE SUBMITTED. FOLLOWING: POST-TENSIONING SUPPLIER SHALL PROVIDE A RESTRESSABLE ANCHORAGE ENGINEER. ALTERNATIVELY, AN APPROVED BOND BREAKER CAN BE USED IPI U � W i
<br /> THE ABOVE ZONE COMBINED WITH STRUCTURAL GROUT. UNDER NO
<br /> 8. CALIBRATION DATA FOR THE STROKE COUNTER ON THE GROUT PUMP. 1. A POLYETHYLENE TUBE PULLED OR PUSHED OVER THE PRESTRESSING COMPATIBLE WITH THE POST-TENSIONING SYSTEM PROVIDED. CIRCUMSTANCE IS STRUCTURAL GROUTING ALLOWED IN THE NO LqAD ZONE G. THE ENGINEER WILL GIVE THE CONTRACTOR A WRITTEN ORDER � U >
<br /> STEEL. THE POLYETHYLENE SHALL BE TYPE II, III, OR IV AS DEFINED BY ASTM CONCERNING GROUND ANCHOR CONSTRUCTION WITHIN 3 WORKING DAYS
<br /> D1248 (OR APPROVED EQUAL). THE TUBING SHALL HAVE A MINIMUM WALL PRIOR TO A TIEBACK VERIFICATION TEST. AFTER COMPLETION OF THE VERIFICATION TESTS. THIS WRITTEN ORDER WILL U O W .
<br /> A. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER WITHIN 30 G. THE TRUMPET SHALL BE WELDED TO THE BEARING PLATE. THE ��/ �
<br /> THICKNESS OF 60 MILS +/- 10 MILS. TRUMPET SHALL HAVE AN INSIDE DIAMETER EQUAL TO OR LARGER THAN THE EITHER CONFIRM THE ANCHOR LENGTHS AS SHOWN IN THE CONTRACTOR'S W �-+-- O
<br /> CALENDAR DAYS AFTER COMPLETION OF THE GROUND ANCHOR WORK A 2 A HOT-MELT EXTRUDED POLYPROPYLENE TUBE. THE POLYPROPYLENE HOLE OR PATTERN OF HOLES IN THE BEARING PLATE. THE TRUMPET SHALL BE F. AFTER GROUTING, THE TENDON SHALL NOT BE LOADED UNTIL THE PLqNS FOR GROUND ANCHORS OR REJECT THE ANCHORS BASED UPON THE [� �^ (y
<br /> REPORT CONTAINING; SHALL BE CELL CLASSIFICATION PP 210 B5554211 AS DEFINED BY LONG ENOUGH TO ACCOMMODATE MOVEMENTS OF THE STRUCTURE DURING GROUT HAS ATTAINED SUFFICIENT STRENGTH TO CARRY THE TEST LOAD. RESULTS OF THE VERIFICATION TESTS. � v J �
<br /> 1. PRESTRESSING STEEL MANUFACTURER'S MILL TEST REPORTS FOR THE ASTMD4101 (OR APPROVED EQUAL). THE TUBING SHALL HAVE A TESTING AND STRESSING. FOR STRAND TENDONS WITH �NCAPSULATION �.
<br /> TENDONS INCORPORATED IN THE INSTALLATION. MINIMUM WALL THICKNESS OF 60 MILS +/- 10 MILS. OVER THE UNBONDED LENGTH, THE TRUMPET SHALL BE LONG ENOUGH TO 1.6.3.4 INSTALLATION OF TRUMPET AND ANCHORAGE 1.7.5 PROOF TESTS ,�
<br /> 2. GROUTING RECORDS INDICATING THE CEMENT TYPE, QUANTITY PLACED, 3. A HOT-MELT EXTRUDED POLYETHYLENE TUBE. THE POLYETHYLENE ENABLE THE TENDON TO MAKE A TRANSITION FROM THE DIAMETER OF THE A. IF REQUIRED BY THE PLANS, THE CORROSION PROTECTION A. PROOF TESTS SHALL BE PERFORMED ON ALL PRODUCTION ANCHORS �
<br /> AND THE GROUT PRESSUR�S. SHALL BE HIGH DENSITY TYPE III AS DEFINED BY ASTM D335Q AND ASTMD1248 TENDON IN THE UNBONDED LENGTH TO THE DIAMETER OF THE TENDON AT SURROUNDING THE UNBONDED LENGTH OF THE TENDON SHALL EXTEND UP NOT VERIFICATION TESTED BY INCREMENTALLY LOApING THE GROUND �' -
<br /> (OR APPROVED EQUAL). THE TUBING SHALL HAVE A MINIMUM WALL THE ANCHOR HEAD WITHOUT DAMAGING THE ENCAPSULATION. TRUMPETS BEYOND THE BOTTOM SEAL OF THE TRUMPET OR 1 FOOT INTO THE TRUMPET ANCHOR IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: � � ;
<br /> 1.5 MATERIALS THICKNESS OF 60 MILS PLUS/MINUS 10 MILS. FILLED WITH CORROSION-INHIBITING GREASE SHALL HAVE RN APPROVED IF NO TRUMPET SEAL IS PROVIDED. IF THE PROTECTION DOES NOT EXTENT
<br /> 4. STEEL TUBING CONFORMING TO ASTM A500, MINIMUM WALL PERMANENT SEAL PROVIDED BETWEEN THE TRUMPET AND THE UNBONDED BEYOND THE SEAL OR SUFFICIENTLY FAR ENOUGH INTO THE TRUMPET, THE � W
<br /> 1.5.1 ADMIXTURES THICKNESS OF 0.20 INCHES. LENGTH CORROSION PROTECTI�N. TRUMPETS FILLED WITH GROUT SHALL CONTRACTOR SHALL EXTEND THE CORROSION PROTECTION OR LENGTHEN LOAD HOLD TIME � W
<br /> A. ADMIXTURES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C494. 5. PLASTIC PIPE CONFORMING TO ASTM A1185, SCHEDULE 40. HAVE A TEMPORARY SEAL PROVIDED BETWEEN THE TRUMPET AND THE THE TRUMPET. AL 1 MINUTE .
<br /> ADMIXTURES WHICH CONTROL BLEED, IMPROVE FLOWABILITY, REDUCE 6. A CORRUGATED TUBE CONFORMING TO THE REQUIREMENT OF THE UNBONDED LENGTH CORROSION PROTECTION ADEQUATE TO CONTAIN THE 0.25DL. UNTIL STABLE �
<br /> WATER CONTENT, AND RETARD SET MAY BE USED fN THE GROUT SUBJECT TO TENDON BOND LENGTH ENCAPSULATION. FLUID GROUT. B, IF REQUIRED BY THE PLANS, THE CORROSION PROTECTION 0.50DL UNTIL STABLE m �
<br /> THE APPROVAL OF THE ENGINEER. EXPANSIVE ADMIXTURES SHALL ONLY BE SURROUNDING THE TENDON UNBONDED LENGTH SHALL NOT CONTACT THE 0.75DL UNTIL STABLE � �
<br /> ADDED TO THE GROUT USED FOR FILLING SEALED �NCAPSULATIONS, 1.6.2 TENDON STORAGE AND HANDLING BEARWG PLATE OR THE ANCHOR HEAD DURING TESTING AND STRESSING. IF 1.00DL UNTIL STABLE .�? ¢ �
<br /> 1.5,14 SPACERS A. TENDONS SHALL BE HANDLED AND STORED IN SUCH A MANNER AS TO
<br /> TRUMPETS AND ANCHORAGE COVERS. ACCELERATORS WILL NOT BE THE PROTECTION IS TOO LONG, THE CONTRACTOR SHALL TRIM THE 1.33DL 10 MINUTES UNLESS 0.04 INCHES OF CREEP IS OBSERVED ,�-�,,, w N
<br /> PERMITTED. ADMIXTURES SHALL BE COMPATIBLE WITH PRESTRESSING A. SPACERS SHALL BE USED TO SEPARATE ELEMENTS OF A AVOID DAMAGE OR CORROSION. DAMAGE TD THE PRESTRESSING STEEL AS A CORROSION PROTECTION TO PREVENT CONTACT. THEN HOLD FOR AN ADDITIONAI�50 MINUTES TO DETERMINE IS ' C � �
<br /> STEELS AND MIXED IN ACCORDANCE W ITH THE MANUFA C T URER'S M U L T I-E L E M E N T T E N D O N A N D S H A L L P E R M I T G R O U T T O F R E E L Y F L O W U P T H E RESULT OF ABRASIONS, CUT, NICKS, WELDS AND WELD SPLATTER WILL BE CREEP IS LESS THAN 0.08 INCHES IN ONE HOUR. � � �
<br /> RECOMMENDATION. DRILLHOLE OR CORROSION ENCAPSUL.ATION. SPACERS SHALL BE CAUSE FOR REJECTION BY THE ENGINEER. THE PRESTRESSING STEEL SHALL C. THE BEARING PLATE AND ANCHOR HEAD SHALL BE PLACED SO THE AXIS � � � "-
<br /> FABRICATED FROM PLASTIC, STEEL, OR MATERIAL WHICH IS BE PROTECTED IF WELDING IS TO BE PERFORMED IN THE VICINITY. OF THE TENDON AND THE DRILLHOLE ARE BOTH PERPENDICULAR TO THE B, THE A�IG NME N T L O A D (AL) SHOULD BE THE MINIMUM LOAD REQUIRED Y
<br /> NON-DETRIMENTAL TO THE PRESTRESSING STEEL. WOOD SHALL NOT B� � �
<br /> 1.5.2 AGGREGATES GROUNDiNG OF WELDING LEADS TO THE PRESTRESSING STEEL IS FORBIDDEN, BEARING PLATE WITHIN +/-3 DEGREES, AND THE AXIS OF THE TENDON PASSES TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 0,05DL. DIAL C � '
<br /> USED. PRESTRESSfNG STEEL SHALL BE PROTECTED FROM DIRT RUST AND THROUGH THE CENTER OF THE BEARING PLATE. GAUGES SHOULD BE SET AT ZERO AFTER THE ALIGNMENT LOAD HAS BEEN �
<br /> A. FINE AGGREGATES SHALL CONSIST OF CLEAN, NATURAL A
<br /> �� „ Z
<br /> CONFORMING TO THE REQUIREMENTS OF ASTM C33. ARTIFICIAL OR DELETERIOUS SUBSTANCES. A LIGHT COATING OF RUST ON THE STEEL IS APPLIED, N o
<br /> MANUFACTURED SAND IS ACCEPTABLE PROVIDED (T IS SUITABLE FOR 1.5.15 TENDON BOND LENGTH ENCAPSULATION ACCEPTABLE. IF HEAVY CORRQSION OR PITTING IS NOTED, THE ENGINEER D. THE TRUMP�T SHALL BE COMPLETELY FILLED WITH CORROSION � � "
<br /> PUMPING IN ACCORDANCE WITH ACI 304, SECTION �.2.2. A. WHEN THE PLANS REQUIRE THE TENDON BOND LENGTH TO BE WILL REJECT THE AFFECTED TENDONS. INHIBITING GREASE OR GROUT. TRUMPET GREASE CAN BE PLACED ANYTIME C. AT LOAD INCREMENTS OTHER THAN MAXIMUM TEST LOAD, THE LOAD �
<br /> ENCAPSULATED TO PROVIDE ADDITIONAL CORROSION PROTECTION, THE C o
<br /> DURING CONSTRUCTION. TRUMPET GROUT SHALL BE PLACED AFTER THE SHALL BE HELD LONG ENOUGH TO OBTAIN A STABLE READING. THE MAXIMUM �
<br /> 1.5.3 ANCHORAGE COVERS TENDON ENCAPSULATION SHALL BE FABRICATED FROM ONE OF THE B, THE CONTRACTOR SHALL USE CARE IN HANDLING AND STORING THE GROUND ANCHOR HAS BEEN TESTED AND LOCKED OFF. THE CONTRACTOR TEST LOAD SHALI. BE HELD FOR 10 MINUTES. THE LOAD-HOLD PERIOD SHALL � � �
<br /> FOLLOWING: TENDONS AT THE SITE. PRIOR TO INSERTING A TENDON IN THE DRILLHOLE, SHALL DEMONSTRATE TO THE ENGINEER THAT THE PROCEDURES SELECTED START AS SOON AS THE MAXIMUM TEST LOAD IS APPLIED AND THE ANCHOR W �
<br /> A. ANCHORAGE COVERS SHALL BE FABRICATED FROM STEEL WITH A 1. HIGH DENSITY CORRUGATED POLYETHYLENE TUBING CONFORMING TO THE CONTRACTOR AND THE ENGINEER WILL EXAMINE THE TENDON FOR BY THE CONTRACTOR FOR PLACEMENT OF EITHER GREASE OR GROUT WILL MOVEMENT SHALL BE MEASURED AND RECORDED AT 1, 2, 3, 5, 6, AND 10 �.
<br /> MINIMUM THICKNESS OF 0,10 INCHES. THE COVER SHALL BE SECURELY THE REQUIREMENTS OF AASHTO M252 WiTH MINIMUM WALL THICKNESS OF 30 ENCAPSULATION OR SHEATHING DAMAGE. IF IN THE OPINION OF THE PRODUCE A COMPLETELY FILLED TRUMPET. IF THE PLANS REQUIRE MINUTES. IF THE ANCHOR MOVEMENT BETWEEN 1 AND 10 MINUTES EXCEEDS � w
<br /> ATTACHED TO THE ANCHORAGE DEVICE OR BEARING PLATE. IF THE COVER IS M�LS. ENGINEER, THE ENCAPSULATION IS DAMAGED, THE CONTRACTOR SHALL RESTR�SSABLE ANCHORAGES, CORROSION INHIBITING GREASE MUST BE 0.04 INCHES, THE MAXIMUM TEST LOAD SHALL BE HELD OF AN ADDITIONAL 50 �'= z o
<br /> TO BE GREASE FILLED, TH�N THE COVER MUST FORM A PERMANENT 2. DEFORMED STEEL TUBING OR PIPES WITH MINIMUM WALL THICKN�SS OF REPAIR IT IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS USED TO FILL THE TRUMPET. M I N U T E S. I F T H E L OAD HOLD IS EXTENDED, THE ANCHOR MOVEMENTS SHALL � > M
<br /> W A T E R T I G H T E N C L O S U R E F O R T H E A N C H O R A G E D E V I C E. A N C H O R H E A D S 25 MILS. AND AS APPROVED BY THE ENGINEER. IF IN THE OPINION OF THE ENGINEER, B E R E C O R D E D A T 2 0, 3 0, 5 0, A N D 6 0 M I N U T E S. I F A N A N C H O R F A I L S I N C R E E P, C = �
<br /> M U S T B E F I E L D C O M P L E T E L Y. THE SHEATHING HAS BEEN DAMAGED, THE CONTRACTOR SHALL REPAIR IT RETESTING WILL NOT BE ALLOWED. � � �
<br /> 3. CORRUGATED POLYVINYL CHLORIDE TUBES MANUFACTURED FROM E. ALL ANCHORAGES PERMANENTLY EXPOSED TO THE ATMOSPHERE ' �
<br /> RIGID PVC COMPOUNDS CONFORMING TO ASTM D1784, CLASS 13464-B. WITH ULTRA HIGH MOLECULAR WEIGHT POLYETHYLENE TAPE. THE TAPE V � c•,
<br /> 1.5.4 ANCHORAGE DEVICES SHALL BE COVERED WITH A CORROSION INHIBITING GREASE-FILLED OR o �
<br /> SHALL BE SPIRAL WOUND AROUND THE TENDON SO AS TO COMPL�TELY
<br /> A. ANCHORAGE DEVICES SHAL.L B� CAPABLE OF DEVELOPING 95% OF THE 4. FUSION-BONDED EPDXY CONFORMING TO THE REQUIREMENTS OF GROUT-FILLED COVER, THE CONTRACTOR SHALL DEMONSTRATE TO THE 1.7.6 TEST ACCEPTANCE CRITERIA
<br /> AASHTO M284, EXCEPT THAT IT SHALL HAVE A FILM THICKNESS OF 15 MILS. SEAL THE DAMAGED AREA. THE PITCH OF THE SPIRAL SHALL ENSURE A ENGINEER THAT THE PROCEDURES SELECTED BY THE CONTRACTOR FOR `" °- '
<br /> MINIMUM SPECIFIED ULTIMATE TENSILE STRENGTH OF THE PRESTRESSING DOUBLE THICKNESS AT ALL POINTS. PLACEMENT OF EITHER GREASE OR GROUT WILL PRODUCE A COMPLETELY A. A VERIFICATION OR PROOF TESTED GROUND ANCHOR WITH A 10 -
<br /> STEEL TENDON. THE ANCHORAGE DEVICES SHALL CONFORM TO THE STATIC MINUTE LOAD HOLD IS CONSIDERED ACCEPTABLE WHEN:
<br /> STRENGTH REQUIREMENTS OF SECTION 3.1.6(1) AND SECTION 3.1.8(1) OF THE 1.5,16 TRUMPET FILLED COVER. 1. THE GROUND ANCHOR CARRIES THE MAXIMUM TEST L�AD WITH LESS
<br /> C. THE CONTRACTOR IS NOT ALLOWED TO CUT OR MODIFY THE END OF THE
<br /> PTI "GUIDE SPECIFICATION FOR POST TENSIONING MATER�ALS". A. THE TRUMPET USED TO PROVIDE A TRANSITION FROM THE ANCHORAGE THAN 0.04 INCHES OF MOVEMENT BETWEEN THE 1 AND 10 MINUTE READINGS �� �.
<br /> ENCAPSULATION. FIELD MODIFICATION SHALL NOT BE PERFORMED UNLESS P+, �v
<br /> TO THE UNBONDED LENGTH CORROSION PROTECTION SHALL BE FABRICATED APPROVED BY THE ENGINEER. UNAPPROVED FIELD MODIFICATION WILL 1.7 GROUND ANCHOR TESTING AND LOCKOFF AND THE CREEP RATE IS LINEAR OR DECREASING. �'��t� '���� r � �
<br /> FROM A STEEL PIPE OR TUBE CONFORMING TO THE REQUIREMENTS OF ASTM o � w �
<br /> 1.5.5 BEARING PLATE RESULT IN IMMEDIATE REJECTION OF THE ANCHOR. 2. THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80/o OF
<br /> A. THE BEARING PLATES SHALL BE FABRICATEp FROM STEEL A53 FOR PIPE OR ASTM A500 FOR TUBING. THE TRUMPET SHALL HAVE A 1.7.1 GENERAL THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH. � ,
<br /> MINIMUM WALL THICKNESS OF 0.125 INCHES FOR DIAMETERS UP TO 4 INCHES
<br /> CONFORMING TO ASTM A572. THE BEARING PLATES SHALL BE SIZED SO THE A. EACH GROUND ANCHOR SHALL BE TESTED. THE MAXIMUM TEST LOAD _
<br /> AND 0.20 INCHES FOR LARGER DIAMETERS. 1.6.3 GROUND ANCHOR INSTALLATION REQUIREMENTS o
<br /> ALLOWABLE BENDING STRESSES IN THE PLATE PER AISC-ASD ARE NOT SHALL NOT EXCEED 80/o OF THE MINIMUM GUTS OF THE TENDON. THE TEST B. A VERIFICATtON OR PROOF TESTED GROUND ANCHOR WITH A ? �y� � �
<br /> EXCEEDED WHEN THE DESIGN LOAD OF THE GROUND ANCHOR IS APPLIED. LOAD SHALL BE SfMULTANEOUSLY APPLIED TO THE ENTIRE TENDON. 60-MINUTE LOAD HOLD IS CONSIDERED ACCEPTABLE WHEN: �''�' RF 2����-�� "�" •
<br /> 1.5.17 WATER 1.6.3.1 DRILLING F �i1�"r�:t�� �' "
<br /> THE BEARING PLATE SHALL BE DESIGNED BY THE CONTRACTOR AND STRESSING OF SWGLE E�EMENTS OF MULTI-ELEMENT TENDONS WILL NOT BE 1. THE GROUND ANCH�R CARRIES THE MAXIMUM TEST LOAD WITH LESS SS��1y��, 1��
<br /> SUBMITTED TO THE ENGINEER FOR REVIEW. A. WATER FOR MIXING GROUT SHAL.L BE POTABI,E. A. AT THE GROUND SURFACE, THE DRII.LHOLE SHALL SE LOCATED WITHIN PERMITTED. TEST DATA WILL BE RECORDED BY THE ENGINEER. THAN 0,08 INCHES OF MOVEMENT BETWEEN THE 6 AND 60 MINUTE READINGS
<br /> 4 INCHES OF THE LOCATION SHOWN ON THE PLANS OR THE APPROVEp AND THE CREEP RATE IS LINEAR OR DECREASING. �
<br /> WORKING DRAWINGS. THE DRILLHOLE SHALL BE LOCATED SO THE 2, TNE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80/o OF
<br /> 1.5.6 BONDBREAKER 1.6 CONSTRUCTION REQUIREMENTS 1.7.2 TEST EQUIPMENT o "
<br /> °' A. THE BONDBREAKER SHALL BE FABRICATED FROM A SMOOTH PLASTIC LONGITUDINAL AXIS OF THE DRILLHOLE AND THE LONGITUDINAL AXIS OF THE A. THE TESTING EQUIPMENT SHALL CONSIST OF: THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH. SH6.�
<br /> � TUBE OR PIPE HAVING THE FOLLOWING PROPERTIES: 1.6.1 TENDON FABRICATION TENDON ARE PARALLE�. THE GROUND ANCHOR SHALL NOT BE DRILLED IN A 1. A DIAL GAUG� OR VERNIER SCALE CAPABLE OF MEASURING TO 0.001
<br /> LOCATION THAT REQUIRES THE TENDON TO BE BENT IN ORDER TO CONNECT �NCHES SHALL BE USED TO MEASURE THE GROUND ANCHOR MOVEMENT. THE C. IN ADDITION TO THE ABOVE, A VERIFICATION TESTED OR PROOF TESTED DESIGNED BY; ZLK
<br /> � 1. RESISTANT TO CHEMICAL ATTACK FROM AGGRESSIVE ENVIRONMENTS, A. THE CONTRACTOR SHALL SEL�CT THE TYPE OF TENDON TO BE USED. THE BEARING PLATE TO THE SUPPORTED STRUCTURE. AT THE POINT OF • �
<br /> ``� o MOVEMENT-MEASURING DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO GROUND ANCHOR MUST NOT EXPERIENCE A PULLOUT FAILURE AT THE DRAWN BY; AMP
<br /> GROUT OR GREASE; THE TENDON SHALL BE SIZED SO THE DESIGN LOAD DOES NOT EXCEED 60/o OF ENTRY SHOWN IN THE PLANS, THE GROUND ANCHOR SHALL BE INSTALLED THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT MAXIMUM TEST LOAD. A PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH APPVD.BY; DRS
<br /> w� 2. RESISTANT TO AGING BY ULTRA-VIOLET LIGHT; THE MINIMUM GUTS OF THE TENDON. IN ADDITIQN, THE TENDON SHALL BE WITHIN +/-3 DEGREES OF THE INCLiNATION FROM HORIZONTAL UNLESS SCALE: AS SHOWN
<br /> � SIZED SO THE MAXIMUM TEST LOAD DOES NOT EXCEED 80% OF THE MINIMUM OTHERWISE SHOWN IN THE PLANS. AT THE POINT OF ENTRY SHOWN IN THE THE MAXIMUM TEST LOAD PLUS 1 INCH. THE DIAL GAUGE OR VERNIER SCALE ATTEMPTS TO INCREASE THE TEST LOAD RESULT IN CONTINUED PULLOUT DATE• MARC 20
<br /> Q 3. FABRICATED FROM MATERIAL NON-DETRIMENTAL TO THE TENDON• H 19
<br /> � � GUTS OF THE TENDON. PLANS, THE HORIZONTAL ANGLE MADE BY THE GROUND ANCHOR AND THE SHALL BE SUPPORTED INDE,PENDENT OF THE JACKING SYSTEM AND RETAINED MOVEMENT OF THE TEST ANCHOR. � �
<br /> � 4. CAPABLE OF WITHSTANDING ABRASION, IMPACT, AND BENDING DURING STRUCTURE AND SHAL� BE ALIGNED SO THAT ITS AXIS IS WITHIN 5 DEGREES PROJ, N0, 81175122 �
<br /> Q HANDLING AND INSTALLATION; STRUCTURE FACE SHALL BE WITHIN +/- 3 DEGREES OF A LINE DRAWN
<br /> � FROM THE AXIS OF THE GROUND ANCHOR. D. IF THE TOTAL MOVEMENT OF THE GROUND ANCHORS AT THE MAXIMUM SHEET NO.: �O OF � � °
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